OS License Number : 100020449 Ellesmere Port - Proposed Well Site Interpretative Report for IGas Energy Engineer : Moorhouse Petroleum Project Number : PN112482 July 2011 Issuing office : North West Office Geotechnics Limited The Geotechnical Centre Unit 1, Borders Industrial Park River Lane, Saltney Chester CH4 8RJ T: 01244 671 117 F: 01244 671 122 [email protected]Head Office Coventry Geotechnics Limited The Geotechnical Centre 203 Torrington Avenue Tile Hill Coventry CV4 9AP T: 024 7669 4664 F: 024 7669 4642 [email protected]South West Office Geotechnics Limited The Geotechnical Centre 7 Pinbrook Units Venny Bridge Exeter EX4 8JQ T: 01392 463 110 F:01392 463 111 [email protected]Geotechnics Limited, Registered in England No. 1757790 at The Geotechnical Centre, 203 Torrington Avenue, Tile Hill, Coventry CV4 9AP
52
Embed
Ellesmere Port - Proposed Well Site - Igas Engage · Ellesmere Port - Proposed Well Site Interpretative Report for ... Dynamic Probe apparatus which drives lined steel ... clinker
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
OS License Number : 100020449
Ellesmere Port - ProposedWell Site
Interpretative Report
for
IGas Energy
Engineer : Moorhouse Petroleum
Project Number : PN112482
July 2011Issuing office :
North West OfficeGeotechnics LimitedThe Geotechnical CentreUnit 1, Borders Industrial ParkRiver Lane, SaltneyChesterCH4 8RJT: 01244 671 117F: 01244 671 [email protected]
DATA SHEET - Symbols and Abbreviations used on Records Sample Types B Bulk disturbed sample
BLK Block sample
C Core sample
D Small disturbed sample (tub/jar)
E Environmental test sample
ES Environmental soil sample
EW Environmental water sample
G Gas sample
L Liner sample
P Piston sample (PF - failed P sample)
TW Thin walled push in sample
U Open Tube - 102mm diameter with blows to take sample. (UF - failed U sample)
UT Thin wall open drive tube sampler - 102mm diameter with blows to take sample. (UTF - failed UT sample)
V Vial sample
W Water sample
# Sample Not Recovered
Insitu Testing / Properties S Standard Penetration Test
(SPT) C SPT with cone VN Strength from Insitu Vane HV Strength from Hand Vane PP Strength from Pocket
Penetrometer (All other strengths from undrained
triaxial testing) w% Water content N SPT Result -/- Blows/penetration (mm)
after seating drive -*/- Total blows/penetration (mm) ( ) Extrapolated value
Rotary Core
RQD Rock Quality Designation (% of intact core >100mm) FRACTURE INDEX Fractures/metre FRACTURE Maximum SPACING (mm) Minimum NI Non-intact core NR No core recovery (where core recovery is unknown it is assumed to be at the base of the run)
Groundwater Water Strike Depth Water Rose To
Instrumentation Seal Filter Seal
Strata
Made Ground Type 1 Type 2 Topsoil Cobbles and Boulders Gravel
Strata, Continued Mudstone Siltstone Metamorphic Rock Fine Grained Medium Grained Coarse Grained Igneous Rock Fine Grained Medium Grained Coarse Grained
Backfill Materials Arisings Bentonite Seal Concrete Fine Gravel Filter General Fill Gravel Filter Grout Sand Filter Tarmacadam
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
PROPOSED WELL SITE AT ELLESMERE PORT MOORHOUSE PETROLEUM LIMITED PN112482
339651.73 ISLAND GAS LTD 377998.47 13.43
G.L. 13.43 0.00- 0.40 B Vegetation over MADE GROUND: Firm dark brown
slightly gravelly sandy clay with occasional 0.30 D rootlets. Gravel is fine to coarse angular to 0.40 13.03 0.30 ES subrounded of ash, clinker and brick fragments 0.40- 1.00 B 0.60 ES Reworked natural: Firm brown mottled grey slightly 0.70 D sandy slightly gravelly CLAY. Gravel is fine to
coarse subangular to subrounded of various lithologies
1.20- 2.20 B From 0.70m: Low cobble content 1.20- 1.65 D S11 Between 1.40-2.00m: No mottling 1.50 ES From 1.60m: Occasional brown fine to medium sand
lenses
2.00 D Between 2.20-2.50m: Brown fine to medium sand
2.50- 3.20 B
Between 2.80-2.90m: Black slightly gravelly fine to 2.80- 2.90 D coarse sand. Gravel is fine to medium subangular to
rounded of bitumen pipe fragments Between 3.20-3.40m: Soft dark brown and black sandy
3.20- 3.30 D clay with bitumen pipe fragments 3.20- 3.65 D S16 3.40 10.03 3.30- 4.05 B Brown slightly gravelly clayey fine to coarse SAND.
Gravel is fine to medium subangular to subrounded of various lithologies
4.05- 4.20 D 4.20- 4.70 D
4.70- 5.20 B 4.70 8.73 Firm brown slightly sandy slightly gravelly CLAY. Gravel is fine to medium subangular to subrounded of various lithologies
Inspection pit hand excavated to 1.20m depth. ES Sample = 2 x 60ml VOC vials, 1 x 1kg plastic tub and 1 x 258ml amber jar Window Sample Borehole backfilled with arisings on completion. In situ Farnell Probe (CBR) Test was carried out adjacent to WS1 Detail as follows from base of hole: arisings up to ground level.
Windowless Sampler WS1
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by SBu
Logged in accordance with BS5930:1999 + A2:2010
Figure 1 of 1 27/05/2011
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
PROPOSED WELL SITE AT ELLESMERE PORT MOORHOUSE PETROLEUM LIMITED PN112482
339644.34 ISLAND GAS LTD 377978.66 13.18
G.L. 13.18 Vegetation over MADE GROUND: Firm dark brown
0.20- 1.00 B slightly gravelly sandy clay with occasional 0.30 D rootlets. Gravel is fine to coarse angular to 0.40 ES subrounded of ash, clinker, wood and brick
fragments
0.90 D From 1.00m: Soft, grey 1.00 ES Between 1.20-1.50m: No recovery 1.20- 1.65 D S5
1.50- 1.80 ES From 1.50m: Pottery fragments
1.80- 2.20 D
From 2.20m: Low cobble content of brick 2.20- 2.65 D S11 2.30- 2.50 D
2.50 10.68 2.60- 2.70 ES Firm brown mottled grey slightly sandy slightly
gravelly CLAY. Gravel is fine to medium subangular 2.80- 3.20 B to subrounded of various lithologies
From 2.80m: Stiff From 3.20m: Occasional brown fine to coarse sand
Inspection pit hand excavated to 1.20m depth. ES Sample = 2 x 60ml VOC vials, 1 x 1kg plastic tub and 1 x 258ml amber jar Window Sample Borehole backfilled with arisings on completion. In situ Farnell Probe (CBR) Test was carried out adjacent to WS2. Detail as follows from base of hole: arisings up to ground level.
Windowless Sampler WS2
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by SBu
Logged in accordance with BS5930:1999 + A2:2010
Figure 1 of 1 27/05/2011
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
PROPOSED WELL SITE AT ELLESMERE PORT MOORHOUSE PETROLEUM LIMITED PN112482
339611.37 ISLAND GAS LTD 378010.78 13.42
G.L. 13.42 Vegetation over MADE GROUND: Firm brown slightly
0.20- 0.80 B sandy slightly gravelly clay. Gravel is fine to 0.30 ES coarse angular to subrounded of ash, clinker, 0.40 D concrete and slate
0.80- 1.20 B 0.80 12.62 0.90 ES MADE GROUND: Soft brown and dark brown slightly 1.00 D gravelly sandy clay. Gravel is fine to coarse 1.20- 1.50 D angular to subrounded of ash, clinker, wood, slate 1.20 12.22 1.20- 1.65 D S6 and brick fragments. Low cobble content 1.50- 2.00 B 1.50 11.92
MADE GROUND: Brown and black slightly gravelly 1.70- 1.80 ES clayey fine to coarse SAND. Gravel is fine to
coarse angular to subrounded of bitumen pipe fragments
2.10- 2.20 D 2.20- 2.30 ES Firm brown mottled grey slightly sandy slightly 2.20 11.22
gravelly CLAY. Gravel is fine to medium subangular 2.40- 2.50 D to subrounded of various lithologies 2.50 10.92 2.50- 3.20 B From 2.10m: Soft, sandy
Soft greyish brown sandy SILT. Slight organic odour
Firm to stiff brown mottled grey slightly sandy slightly gravelly CLAY. Gravel is fine to medium subangular to subrounded of various lithologies
Inspection pit hand excavated to 1.20m depth. ES Sample = 2 x 60ml VOC vials, 1 x 1kg plastic tub and 1 x 258ml amber jar Window Sample Borehole backfilled with arisings on completion. In situ Farnell Probe (CBR) Test was carried out adjacent to WS3. Detail as follows from base of hole: arisings up to ground level.
Windowless Sampler WS3
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by SBu
Logged in accordance with BS5930:1999 + A2:2010
Figure 1 of 1 27/05/2011
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
PROPOSED WELL SITE AT ELLESMERE PORT MOORHOUSE PETROLEUM LIMITED PN112482
339600.72 ISLAND GAS LTD 378041.85 13.22
G.L. 13.22 0.00- 0.85 B Vegetation over MADE GROUND: Firm brown slightly
gravelly sandy clay with occasional rootlets. Gravel is fine to coarse angular to subrounded of
0.50 D ash, clinker, concrete, bitumen pipe fragments and 0.50 ES brick fragments
0.85- 1.00 B 0.85 12.37 0.90 D MADE GROUND: Soft dark brown slightly gravelly 1.00 ES sandy clay. Gravel is fine to coarse angular to 1.20- 1.65 D S8 subrounded of ash, clinker, wood and brick
fragments
1.60 D
2.00- 2.20 ES 2.00 11.22 MADE GROUND: Black slightly sandy fine to coarse angular to subrounded gravel of bitumen pipe
2.30 D fragments. Strong hydrocarbon odour 2.30 10.92 At 2.30m: Obstruction
Inspection pit hand excavated to 1.20m depth. ES Sample = 2 x 60ml VOC vials, 1 x 1kg plastic tub and 1 x 258ml amber jar The Window Sample Borehole was terminated at a depth of 2.30 m due to the presence of an obstruction and the rig moved to WS4A. Window Sample Borehole backfilled with arisings on completion. In situ Farnell Probe (CBR) Test was carried out adjacent out WS4. Detail as follows from base of hole: arisings up to ground level.
Windowless Sampler WS4
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
SPT N
Logged by SBu
Logged in accordance with BS5930:1999 + A2:2010
Figure 1 of 1 27/05/2011
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
PROPOSED WELL SITE AT ELLESMERE PORT MOORHOUSE PETROLEUM LIMITED PN112482
339601.74 ISLAND GAS LTD 378042.51 13.21
G.L. 13.21 Vegetation over MADE GROUND: Firm brown slightly sandy clay with occasional rootlets. Gravel is fine to coarse angular to subrounded of ash, clinker, concrete, plastic and brick fragments
0.85 12.36 MADE GROUND: Soft dark brown slightly sandy slightly gravelly clay. Gravel is fine to coarse angular to subrounded of ash, clinker, wood and brick fragments. Slight organic odour
1.90 11.31 1.90- 2.20 B MADE GROUND: Black slightly sandy fine to coarse
angular to subrounded gravel of bitumen pipe fragments. Strong hydrocarbon odour
Inspection pit hand excavated to 1.20m depth. The Window Sample Borehole was terminated at a depth of 2.30m due to the presence of an obstruction. Window Sample Borehole backfilled with arisings on completion. Detail as follows from base of hole: arisings up to ground level.
Windowless Sampler WS4A
National Grid ENCoordinates
1:50 Ground Level m OD
Levelm OD
Logged by SBu
Logged in accordance with BS5930:1999 + A2:2010
Figure 1 of 1 27/05/2011
BOREHOLE RECORDProject
Client
Engineer BoreholeProject No
Sampling Properties Strata
DepthSampleType kPa
w%
Scale
Description Depth Legend
Boring Groundwater
Depth Technique Crew of Hole Cased Water Date Struck Cased Rose to Sealed Groundwater
Remarks
Symbols andabbreviations areexplained on theaccompanyingkey sheet.
All dimensionsare in metres.
Time MinsDiaHole
DepthCased &
(to Water)Strength
ProgressDepth Depth Depth to Depth Depth Depth Remarks onin
PROPOSED WELL SITE AT ELLESMERE PORT MOORHOUSE PETROLEUM LIMITED PN112482
339585.55 ISLAND GAS LTD 378022.77 13.38
G.L. 13.38 0.00- 0.65 B Vegetation over MADE GROUND: Firm brown slightly
sandy slightly gravelly clay. Gravel is fine to 0.30 ES coarse angular to subrounded of ash, clinker, 0.40 D concrete and brick fragments
0.65 12.73 0.65- 1.20 B MADE GROUND: Black gravelly fine to coarse sand. 0.80 ES Gravel is fine to coarse angular to subrounded of 1.00 D metal, wood and bitumen pipe fragments. Low cobble
content. Strong hydrocarbon odour 1.20- 1.75 B 1.20- 1.65 D S9
1.75- 2.20 B 1.75 11.63 Brown slightly gravelly fine to medium SAND. Gravel is fine to medium subangular to subrounded of various lithologies
2.50- 2.70 D
2.70- 3.20 B 2.70 10.68 Stiff brown mottled grey slightly sandy slightly gravelly CLAY. Gravel is fine to medium subangular to subrounded of various lithologies
Inspection pit hand excavated to 1.20m depth. ES Sample = 2 x 60ml VOC vials, 1 x 1kg plastic tub and 1 x 258ml amber jar. Window Sample Borehole backfilled with arisings on completion. In situ Farnell Probe (CBR) Test was carried out adjacent to WS5. Detail as follows from base of hole: arisings up to ground level.
1 of 2 CBR estimated using correlation in Highways Agency Interim Advice Note 73/06
Client IGAS Energy
Location No.Test No Project No Initial Zero ReadingDate Test Started at (m)
Project
Form INS003 Rev 4
05/05/20110.00
WS51
PN112482103
Proposed Well Site at Ellesmere Port
24.94
6.96
17.88
35.40
14.50
0
100
200
300
400
500
600
700
800
900
0 20 40 60 80 100
No. of BLOWS
Dep
th b
elo
w g
rou
nd
level (m
m)
INSITU TESTING - DCP field test
Client IGAS Energy
Location No.Test No Project No Initial Zero ReadingDate Test Started at (m)
Project
Form INS003 Rev 4
05/05/20110.00
WS51
PN112482103
Proposed Well Site at Ellesmere Port
4 81 1 874 771111
653 37 1710 53 1710 53 1771 81 1
111111111111111
1 103 12 13 14 1
111111111111111111111111111
Remarks
Sheet
2 of 2
Reading
(mm)
Depth below
ground level
(mm)
2.18 132.60
Ro
d
Blows Total
Depth bgl
(mm)
BLOWS
No.
DCP
mm/blowCBR %
3.56 78.85
Blows
No.
Final ReadingZero
ReadingRod No
CBR estimated using correlation in Highways Agency Interim Advice Note 73/06
4
APPENDIX 4
Laboratory Test Results - Contamination
Unit 3 Deeside Point
Zone 3
Deeside Industrial Park
Deeside
Geotechnics
No.4225
Attention :
Date :
Your reference :
Our reference :
Location :
Date samples received :
Status :
Test Report 11/3944 Batch 1
17th May, 2011
PN11282
ELLESMERE PORT,PROPOSED WELL SITE
9th May, 2011
Final report
Jones Environmental Laboratory
CH5 2UA
Tel: +44 (0) 1244 833780
Fax: +44 (0) 1244 833781
Sarah Burt
Unit 1B Borders Industrial Park
River Lane Chester
CH4 8RJ
Issue : 1
Ten samples were received for analysis on 9th May, 2011, which was completed on 17th May 2011. Please find attached our Test Report which should be read with notes at the end of the report and should include all sections if reproduced. Interpretations and opinions are outside the
scope of any accreditation, and all results relate only to samples supplied. All analysis is carried out on as received samples and reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected.
J W Farrell- Jones CChem FRSCChartered Chemist
QF‐PM 3.1 v9Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise 1 of 5
Client Name: Report : Solid
Reference:Location: Solids: V=60g VOC jar, J=250g glass jar, T=plastic tub
QF‐PM 3.1 v9Please include all sections of this report if it is reproduced
All solid results are expressed on a dry weight basis unless stated otherwise 2 of 5
SOILS
G S S
As surface waters require different sample preparation to groundwaters the laboratory must be informed of the water type when submitting samples. All samples are treated as groundwaters and analysis performed on settled samples unless we are instructed otherwise.
Where appropriate please make sure that our detection limits are suitable for your needs, if they are not, please notify us immediately.
Please note we are not a Drinking Water Inspectorate (DWI) Approved Laboratory . It is important that detection limits are carefully considered when requesting water analysis.
If you have not already done so, please send us a purchase order if this is required by your company.
All analysis is reported on a dry weight basis unless stated otherwise. Results are not surrogate corrected. Samples are dried at 35°C unless otherwise stated. Moisture content for CEN Leachate tests are dried at 105°C
NOTES TO ACCOMPANY ALL SCHEDULES AND REPORTS
Please note we are only MCERTS accredited for sand, loam and clay and any other matrix is outside our scope of accreditation.
Asbestos screens where requested will be undertaken by a UKAS accredited laboratory.
WATERS
Where an MCERTS report has been requested, you will be notified within 48 hours of any samples that have been identified as being outside our MCERTS scope. As validation has been performed on clay, sand and loam, only samples that are predominantly these matrices, or combinations of them will be within our MCERTS scope. If samples are not one of a combination of the above matrices they will not be marked as MCERTS accredited.
All samples will be discarded one month after the date of reporting, unless we are instructed to the contrary. If we are instructed to keep samples, a storage charge of £1 (1.5 Euros) per sample per month will be applied until we are asked to dispose of them.
It is assumed that you have taken representative samples on site and require analysis on a representative subsample. Stones will generally be included unless we are requested to remove them.
UKAS accreditation applies to surface water and groundwater and one other matrix which is analysis specific, any other liquids are outside our scope of accreditation
QF‐PM 3.1 v9 Please include all sections of this report if it is reproducedAll solid results are expressed on a dry weight basis unless stated otherwise 3 of 5
DEVIATING SAMPLES
$
^
&
~
SURROGATES
AQC's
Samples must be received in a condition appropriate to the requested analyses. All samples should be submitted to the laboratory in suitable containers with sufficient ice packs to sustain an appropriate temperature for the requested analysis. If this is not the case you will be informed and any analysis that may be compromised highlighted on your schedule/ report by the use of a symbol.
The use of any of the following symbols indicates that the sample was deviating and the test result may be unreliable:
Sample temperature on receipt considered inappropriate for analysis requested.
Samples exceeding recommended holding times.
Samples received in inappropriate containers (e.g. volatile samples not submitted in VOC jars/vials).
No sampling date given, unable to confirm if samples are with acceptable holding times.
Surrogate compounds are added during the preparation process to monitor recovery of analytes. However low recovery is often due to peat, clay or other organic rich matrices. For waters this can be due to oxidants, surfactants, organic rich sediments or remediation fluids. Acceptable limits for most organic methods are 50 - 150%. Results are not surrogate corrected.
Where AQC's fall outside UKAS/MCERTS criteria analysis is repeated if possible.
QF‐PM 3.1 v9 Please include all sections of this report if it is reproducedAll solid results are expressed on a dry weight basis unless stated otherwise 3 of 5
#
M
NAD
ND
SS
*
W
+
++
SE
SV
DR
ABBREVIATIONS and ACRONYMS USED
UKAS accredited.
No Asbestos Detected.
Analysis subcontracted to a Jones Environmental approved laboratory.
Results expressed on as received basis.
AQC is outside our current performance criteria. Results should be considered as indicative only and are not accredited. However the AQC is within UKAS/MCERTS acceptance criteria.
Result outside calibration range, results should be considered as indicative only and are not accredited.
Dilution required.
Surrogate recovery outside performance criteria. This may be due to a matrix effect.
Surrogate recovery outside performance criteria. Results not accredited.
Calibrated against a single substance.
None Detected (usually refers to VOC and/SVOC TICs).
MCERTS accredited.
QF‐PM 3.1 v9 Please include all sections of this report if it is reproducedAll solid results are expressed on a dry weight basis unless stated otherwise 4 of 5QF‐PM 3.1 v9 Please include all sections of this report if it is reproducedAll solid results are expressed on a dry weight basis unless stated otherwise 4 of 5
Method Code Appendix
Test Method No. Description
Prep Method No. (if
appropriate)Description UKAS
MCERTS (soils only)
Analysis done on As Received (AR) or Air
Dried (AD)
Solid Results expressed on Dry/Wet basis
PM13 Soil Typing for MCERTS PM0 No Preparation AR
TM21 TOC and TC by Combustion PM24 Eltra preparation AD DRY
TM30 Metals by ICP-OES PM15 Aqua Regia extraction (Soils) Yes Yes AD DRY
TM38 SO4,Cl,NO3,NO2,F,PO4, Amm N2,ThioCN by Aquakem PM20 1:2 soil to water extraction Yes Yes AD DRY
TM73 pH in by Metrohm PM11 1:2.5 soil/water extraction Yes Yes AR WET
Jones Environmental Laboratory
QF‐PM 3.1 v9 Please include all sections of this report if it is reproduced 5 of 5QF‐PM 3.1 v9 Please include all sections of this report if it is reproduced 5 of 5
5APPENDIX 5
NRM Laboratory Results
6
APPENDIX 6
Landscape Proposals Drawing
7
APPENDIX 7
Design Loading Calculations
Analysed by
Cud= Cuk= 35 kN/m2
φ´pd= φ´pk= 35 º
Subgrade Unit Weight γ´sd= γ´sk= 19 kN/m3
Platform Unit Weight γpd= γpk = 20 kN/m3
Source of data
Width Wd= Wk= 0.8 m.
Length Case 1 Lld= Llk = 4 m.
Length Case 2 L2d= L2k = 3.5 m.
q1k = 100 kN/m2
q2k = 200 kN/m2
Calculations
Nc = 5.14
Nγp = 48.0
Kptanδ = 3.1
sc1 =1+ 0.2 (W/L) = 1.04 1.05
sγ1 =1 - 0.3 (W/L) = 0.94 0.93
sp1 =1+ (W/L) = 1.2 1.23
Rd = Nc x Cud x sc1 (kPa) = 35 x 5.14 x 1.04 = 187 kPa
Case 1 loading kPa 200 kPa Hence q1d>Rd
Case 2 loading kPa 300 kPa Hence q2d>Rd
Platform Capacity 361kPa
Subgrade Capacity 187kPa
361 kPa
q1d= 1.6xq1k= 160
q2d= 1.2xq2k= 240
Case 1 loading, D1 = {Wd[q1d - Cud x Nc x sc1] / [γ x Kptanδ x sp1] }^0.5 (where q1d = 1.6 x q1k) =
Case 2 loading, D2 = {Wd[q2d - Cud x Nc x sc2] / [γ x Kptanδ x sp2] }^0.5 (where q2d = 1.2 x q2k) =
Track Width, Wd = 0.8m
φ´p= 35º 0.75m
Cu = 35kPa
Remarks
Minimum subgrade strength criteria in BR470 met.
WORKING PLATFORMS FOR TRACKED PLANT - Calculations for Clay Subgrade
Subgrade Undrained Shear Strength Cu
Ellesmere Port
Project Number
Ground Properties - Design values
PN112482
DateProject Name
In accordance with "Working Platforms for Tracked Plant" BRE Publication BR 470, 2004
Client
Moorhouse Petroleum KN / SB
Characteristic Loading, Case 2
Characteristic Loading, Case 1
Plant Properties - Track Width W, Effective Track Length L and Characteristic Loadings
Shape factors for Case 1 Shape factors for Case 2
sufficient to ensure that the subgrade does not materially affect bearing capacity:
Platform Material Capacity =
31st May 2011
q1d=2.0xq1k=
Working Platform Angle of Shearing Resistance φ´p
sc2=1+0.2 (W/L) =
Design loading is calculated for two loading conditions.
Check that platform material is stronger than subgrade:
Platform Required
Calculate required thickness of platform:
Cud x Nc x sc =
kPa Hence, platform material can enhance capacity
0.3m
The greater of the two thicknesses of platform material should be adopted as the design value.
kPa Hence, platform material can enhance capacity
Platform is Stronger than Subgrade
sγ2=1- 0.3 (W/L) =
Check that subgrade (capacity=Rd) cannot provide required bearing resistance without a working platform
sp2 =1+ (W/L) =
q2d=1.5xq2k= Platform Required
0.5 x γp x Wd x Nγp x sγ =
Check that platform material can provide required bearing resistance when placed at a thickness
Form CALC001c Version 1.0
0.75m
(Minimum Thickness)
Sheet 1 of 2
Clay Subgrade
Good Quality
Platform Material
Platform
Thickness
Sketch Not
to Scale
Analysed by
WORKING PLATFORMS FOR TRACKED PLANT - Calculations for Clay Subgrade
Ellesmere Port
Project Number
PN112482
DateProject Name
In accordance with "Working Platforms for Tracked Plant" BRE Publication BR 470, 2004
Client
Moorhouse Petroleum KN / SB 31st May 2011
Form CALC001c Version 1.0
Geogrid Properties
Strength, Tult kN/m = 30 Td=Tult/2= 15 Data for
Case 1 loading D1={Wd [q1d - Cud x Nc x sc1 - (2Td/Wd)] / [ γ x Kptanδ x sp1]}^0.5 where q1d=1.6q1k
D1= 0.3m
Case 2 loading D2={Wd [q2d - Cud x Nc x sc2 - (2Td/Wd)] / [ γ x Kptanδ x sp2]}^0.5 where q2d=1.2q2k
D2= 0.39m
namely 0.39 m
q1d = 1.25 q1k = 125 Rd= 201.07 condition met
q2d = 1.05q2k = 210 Rd= 203.22
0.47 m
Check q1d>Rd and q2d>Rd
Case 1 - Rd = 207.88 >q1d Condition Met
Case 2 - Rd = 210.20 >q2d Condition Met Therefore adopt thickness of 0.47 m
Summary
Track Width, Wd = 0.8m
φ´p= 35º 0.47
Cu= 35kPa
Thickness= 0.75 m.
Thickness= 0.47 m.
Geosynthetic Reinforcement adopted is Tensar TriAX Geogrids
Remarks
Without geosynthetic reinforcement
condition not met
The minimum acceptable cover to the reinforcement should be 0.30m.
When effect of reinforcement is ignored, Rd should be >both q1d and q2d where:
The larger of the two thicknesses should be used for design purposes,
This does not satisfy conditions. PLATFORM THICKNESS MUST BE INCREASED.
Rd = Cud x Nc x sc + (D2/Wd) x γp x Kptanδ x sp
The design thickness of platform should also satisfy the following conditions:
Tensar TriAX Geogrids
To meet these conditions increase platform thickness to
However, it might be preferable to use geosynthetic reinforcement and a platform that is not so thick.
INVESTIGATION TECHNIQUES INTRODUCTION The following brief review of Ground Investigation techniques, generally used as part of most Site Investigations in the UK, summarises their methodology, advantages and limitations. Detailed descriptions of the techniques are available and can be provided on request. This review should be read in conjunction with the accompanying General Notes. TRIAL PITS The trial pit is amongst the most simple yet effective means of identifying shallow ground conditions on a site. Its advantages include simplicity, speed, potential accuracy and cost-effectiveness. The trial pit is most commonly formed using a backacting excavator which can typically determine ground conditions to some 4 metres below ground level. Hand excavation is often used to locate, expose and detail existing foundations, features or services. In general, it is difficult to extend pits significantly below the water table in predominantly granular soils, where flows can cause instability. Unless otherwise stated, the trial pits will not have been provided with temporary side support during their construction. Under such circumstances ground conditions to some 1.20 metres can be closely inspected, subject to stability assessment, but below this depth, entrance into the pit is not permitted in the absence of shoring and hence observations will have been made from ground surface and samples taken from the excavator bucket. Trends in strata type, level and thickness can be determined, shear surfaces identified and the behaviour of plant, excavation sides and excavated materials can be related to the construction process. They are particularly valuable in land slip investigations. Some types of insitu test can be undertaken in such pits and large disturbed or block samples obtained. CABLE PERCUSSION BORING The light Cable Percussion technique of soft ground boring, typically at a diameter of 150mm, is a well established simple and flexible method of boring vertical holes and generally allows data to be obtained in respect of strata conditions other than rock. A tubular cutter (for cohesive soils) or shell with a flap valve (for granular soils) is repeatedly lifted and dropped using a winch and rope operating from an “A” frame. Soil which enters these tools is regularly removed and either sampled for subsequent examination or test, or laid to one side for backfilling. Steel casing will have been used to prevent collapse of the borehole sides where necessary. A degree of disturbance of soil and mixing of layers is inevitable and the presence of very thin layers of different soils within a particular stratum may not be identified. Changes in strata type can only be detected on recognition of a change in soil samples at surface, after the interface has been passed. For the foregoing reasons, depth measurements should not be considered to be more accurate than 0.10 metre. In cohesive soils cylindrical samples are retrieved by driving or pushing in 100mm nominal diameter tubes. In soft soils, piston sampling or vane testing may be undertaken. In granular soils and often in cohesive materials, insitu Standard Penetration Tests (SPT’s) are performed. The SPT records the number of standard blows required to drive a 50mm diameter open or cone ended probe for 300mm after an initial 150mm penetration. A modified method of recording is used in more dense strata. Small disturbed samples are obtained throughout. The technique can determine ground conditions to depths in excess of 30 metres under suitable circumstances and usually causes less surface disturbance than trial pitting. ROTARY DRILLING Rotary Drilling to produce cores by rotating an annular diamond-impregnated tube or barrel into the ground is the technique most appropriate to the forming of site investigation boreholes through rock or other hard strata. It has the advantage of being able to be used vertically or at an angle. Core diameters of less than 100mm are most common for site investigation purposes. Core is normally retrieved in plastic lining tubes. A flushing fluid such as air, water or foam is used to cool the bit and carry cuttings to the surface. Examination of cores allows detailed rock description and generally enables angled discontinuity surfaces to be observed. However, vertical holes do not necessarily reveal the presence of vertical or near-vertical fissures or joint discontinuities. The core type and/or techniques used. Where open hole rotary drilling is employed, descriptions of strata result from examination at surface of small particles ejected from the borehole in the flushing medium. In consequence, no indication of fissuring, bedding, consistency or degree of weathering can be obtained. Small scale plant can be used for auger drilling to limited depths where access is constrained. Depths in excess of 60 metres can be achieved under suitable circumstances using rotary techniques, with minimal surface disturbance.
WINDOW SAMPLING This technique involves the driving of an open-ended tube into the ground and retrieval of the soil which enters the tube. The term “window sample” arose from the original device which had a “window” or slot cut into the side of the tube through which samples were taken. This has now been superseded by the use of a thin-walled plastic liner within a sampler which has a solid wall. Diameters range from 36 to 86mm. Such samples can be used for qualitative logging, selection of samples for classification and chemical analysis and for obtaining a rudimentary assessment of strength. Driving devices can be hand-held or machine mounted and the drive tubes are typically in 1m lengths. The hole formed is not cased, however, and hence the success of this technique is limited when soils and groundwater conditions are such that the sides of the hole collapse on withdrawal of the sampler. Obstructions within the ground, the density of the material or its strength can also limit the depth and rate of penetration of this light-weight investigation technique. Nevertheless, it is a valuable tool where access is constrained such as within buildings or on embankments. Depths of up to 8m can be achieved in suitable circumstances but depths of 4m to 6m are more common. EXPLORATORY HOLE RECORDS The data obtained by these techniques are generally presented on Trial Pit, Borehole, Drillhole or Window Sample Records. The descriptions of strata result from information gathered from a number of sources which may include published geological data, preliminary field observations and descriptions, insitu test results, laboratory test results and specimen descriptions. A key to the symbols and abbreviations used accompanies the records. The descriptions on the exploratory hole records accommodate but may not necessarily be identical to those on any preliminary records or the laboratory summaries. The records show ground conditions at the exploratory hole locations. The degree to which they can be used to represent conditions between or beyond such holes, however, is a matter for geological interpretation rather than factual reporting and the associated uncertainties must be recognised. DYNAMIC PROBING This technique typically measures the number of blows of a standard weight falling over a standard height to advance a cone-ended rod over sequential standard distances (typically 100mm). Some devices measure the penetration of the probe per standard blow. It is essentially a profiling tool and is best used in conjunction with other investigation techniques where site-specific correlation can be used to delineate the distribution of soft or loose soils or the upper horizon of a dense or strong layer such as rock. Both machine-driven and hand-driven equipment is available, the selection depending upon access restrictions and the depth of penetration required. It is particularly useful where access for larger equipment is not available, disturbance is to be minimised or where there are cost constraints. No samples are recovered and some techniques leave a sacrificial cone head in the ground. As with other lightweight techniques, progress is limited in strong or dense soils. The results are presented both numerically and graphically. Depths of up to 10m are commonly achieved in suitable circumstances. The hand-driven DCP probing device has been calibrated by the TRL to provide a profile of CBR values over a range of depths of up to 1.50m. INSTRUMENTATION The most common form of instrument used in site investigation is either the standpipe or else the standpipe piezometer which can be installed in investigation holes. They are used to facilitate monitoring of groundwater levels and water sampling over a period of time following site work. Normally a standpipe would be formed using rigid plastic tubing which has been perforated or slotted over much of its length whilst a standpipe piezometer would have a filter tip which would be placed at a selected level and the hole sealed above and sometimes below to isolate the zone of interest. Groundwater levels are determined using an electronic “dipmeter” to measure the depth to the water surface from ground level. Piezometers can also be used to measure permeability. They are simple and inexpensive instruments for long term monitoring but response times can limit their use in tidal areas and access to the ground surface at each instrument is necessary. Remote reading requires more sophisticated hydraulic, electronic or pneumatic equipment. Settlement can be monitored using surface or buried target plates whilst lateral movement over a range of depths is monitored using slip indicator or inclinometer equipment.
GENERAL NOTES 1. The report is prepared for the exclusive use of the Client named in the
document and copyright subsists with Geotechnics Limited. Prior written
permission must be obtained to reproduce all or part of the report. It is
prepared on the understanding that its contents are only disclosed to
parties directly involved in the current investigation, preparation and
development of the site.
2. Further copies may be obtained with the Client's written permission,
from Geotechnics Limited with whom the master copy of the document
will be retained.
3. The report and/or opinion is prepared for the specific purpose stated in
the document and in relation to the nature and extent of proposals
made available to Geotechnics Limited at that time. Re-consideration
will be necessary should those details change. The recommendations
should not be used for other schemes on or adjacent to the site without
further reference to Geotechnics Limited.
4. The assessment of the significance of the factual data, where called for,
is provided to assist the Client and his Engineer and/or Advisers in the
preparation of their designs.
5. The report is based on the ground conditions encountered in the
exploratory holes together with the results of field and laboratory testing
in the context of the proposed development. The data from any
commissioned desk study and site reconnaissance are also drawn upon.
There may be special conditions appertaining to the site, however, which
are not revealed by the investigation and which may not be taken into
account in the report.
6. Methods of construction and/or design other than those proposed by the
designers or referred to in the report may require consideration during
the evolution of the proposals and further assessment of the
geotechnical and any geoenvironmental data would be required to
provide discussion and evaluations appropriate to these methods.
7. The accuracy of results reported depends upon the technique of
measurement, investigation and test used and these values should not be
regarded necessarily as characteristics of the strata as a whole (see
accompanying notes on Investigation Techniques). Where such
measurements are critical, the technique of investigation will need to be
reviewed and supplementary investigation undertaken in accordance
with the advice of the Company where necessary.
8. The samples selected for laboratory test are prepared and tested in
accordance with the relevant Clauses of BS 1377 Parts 1 to 8, where
appropriate, in Geotechnics Limited’s UKAS accredited Laboratory,
where possible. A list of tests is given.
9. Tests requiring the use of another laboratory having UKAS accreditation
where possible are identified.
10. Any unavoidable variations from specified procedures are identified in
the report.
11. Specimens are cut vertically, where this is relevant and can be identified,
unless otherwise stated.
12. All the data required by the test procedures are recorded on
individual test sheets but the results in the report are presented in
summary form to aid understanding and assimilation for design
purposes. Where all details are required, these can be made
available.
13. Whilst the report may express an opinion on possible
configurations of strata between or beyond exploratory holes, or on
the possible presence of features based on either visual, verbal,
written, cartographical, photographic or published evidence, this is
for guidance only and no liability can be accepted for its accuracy.
14. Classification of materials as Made Ground is based on the
inspection of retrieved samples or exposed excavations. Where it is obvious that foreign matter such as paper, plastic or metal is present, classification is clear. Frequently, however, for fill materials that arise from the adjacent ground or from the backfilling of excavations, their visual characteristics can closely resemble those of undisturbed ground. Other evidence such as site history, exploratory hole location or other tests may need to be drawn upon to provide clarification. For these reasons, classification of soils on the exploratory hole records as either Made Ground or naturally occurring strata, the boundary between them and any interpretation that this gives rise to should be regarded as provisional and subject to re-evaluation in the light of further data.
15. The classification of materials as Topsoil is generally based on
visual description and should not be interpreted to mean that the material so described complies with the criteria for Topsoil used in BS 3882 (2007). Specific testing would be necessary where such definition is a requirement.
16. Ground conditions should be monitored during the construction of
the works and the report should be re-evaluated in the light of
these data by the supervising geotechnical engineers.
17. Any comments on groundwater conditions are based on
observations made at the time of the investigation, unless specifically stated otherwise. It should be noted, however, that the observations are subject to the method and speed of boring, drilling or excavation and that groundwater levels will vary due to seasonal or other effects.
18. Any bearing capacities for conventional spread foundations which
are given in the report and interpreted from the investigation are for bases at a minimum depth of 1m below finished ground level in naturally occurring strata and at broadly similar levels throughout individual structures, unless otherwise stated. The foundations should be designed in accordance with the good practice embodied in BS 8004:1986 - Foundations, supplemented for housing by NHBC Standards. Foundation design is an iterative process and bearing pressures may need adjustment or other measures may need to be taken in the context of final layouts and levels prior to finalisation of proposals.
19. Unless specifically stated, the investigation does not take account
of the possible effects of mineral extraction or of gases from fill or
natural sources within, below or outside the site.
20. The costs or economic viability of the proposals referred to in the
report, or of the solutions put forward to any problems
encountered, will depend on very many factors in addition to
geotechnical or geoenvironmental considerations and hence their